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Industry-University Collaborative Paradigms For Solving Pressing Industry Problems
Currently, the world is tackling the ongoing Industry 4.0 Revolution, and the increasing need for industry-university research collaborations to solve pressing problems is highlighted in this paper. In many cases, solving these problems requires multidisciplinary and practical input to realise genuine advancements. In this regard, two case studies of successful industry-university collaborations are presented; the first is on addressing critical water pipe failures, and the second on the smart transport pavements. The first project used purely industry-university collaboration paradigm, while the second followed Australian Research Council’s Industry Transformation Research Hub Scheme. By reviewing these large collaborative projects and the experience gained through other relatively small collaborations, general observations for effective collaborations are presented. At the same time, the potential impediments to effective collaboration are also highlighted, along with possible ways to overcome them.
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Geosynthetic Reinforced Column Supported Embankments – Designing for serviceability
If designed correctly, geosynthetic-reinforced column supported embankments (GRCSEs) can be used to provide a form of semi-rigid ground improvement. The technique is being increasingly used in the transport infrastructure sector for road and rail applications due mainly to its perceived ability to meet strict serviceability performance criteria in a relatively short construction timeframe. However, in many cases, the steps required to meet post-construction serviceability criteria are overlooked, not fully achieved or misunderstood. This paper uses several concepts relating to the serviceability behaviour of GRCSEs to highlight the limitations of existing design methods in addressing aspects of serviceability behaviour and discusses the implications these pose for design. Guidance on assessing serviceability behaviour is provided to enable designers to address total and differential settlement as part of a more complete assessment of GRCSE performance.
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Design Bond Stress Parameters For Rock Anchors In Brisbane
Little published information is available on bond stress parameters at the grout-ground interface for the design of ground anchors within Brisbane rocks. In the absence of data, a designer will typically fall back to ‘universal’ correlations with measurable parameters such as Uniaxial Compressive Strength (UCS) or descriptions of rock type to nominate design bond stress values. In doing so, there is often little understanding of the limitations of such correlations or how applicable those correlations are for the rocks encountered within the local region. A study of Proof Test data from testing of sacrificial ground anchors constructed within materials from the Brisbane Tuff and Neranleigh Fernvale Beds Stratigraphic Units for an infrastructure project in Brisbane has been carried out to consider bond stress values at the grout-ground interface. Materials within the bond zone of ground anchors constructed in Brisbane Tuff and Neranleigh Fernvale Beds units have been classified into different rock units based on rock substance strength and Geological Strength Index. Details of anchor construction and testing procedures are presented, together with the adopted approach to test interpretation. Data from Proof Testing of ground anchors bonded into these materials is then interpreted and evaluated for each unit, with relationships developed for each rock type for ultimate and yield bond stress values at the grout-ground interface as a function of rock substance strength (UCS) and rock mass strength (based on Hoek and Brown, 2018). For both rock types, grout-ground interface bond stresses increase with rock strength and quality, with better correlations evident based on rock mass strength than for UCS data. Comparisons of the interpreted bond stress relationships based on UCS are made for both rock types to published information for ground anchors and shaft adhesion parameters for cast-in-situ piles. Suggestions are made for amendments to the Proof Anchor test method to reduce the potential for premature termination of the test and consequent underestimation of the bond stress, and to obtain consistency between Proof and Production test methods.
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Bearing capacity of footings in layered clay by the punching shear method
The undrained bearing capacity of shallow and deep square and circular footings and piles by the punching shear model in layered clay consisting of a stronger layer cs overlying a softer layer cw is examined. It is shown that for a footing founded in the stronger clay layer an important concept is the critical depth, defined as the footing depth when the softer clay first affects the bearing capacity. Equations for both the bearing capacity and the critical depth based on the punching shear model are derived. These are compared to solutions by the computer program FLAC for surface and deep footings, published computer solutions for circular footings and spudcans and experimental test results on model footings, to confirm the validity of the punching shear model. The critical depth ratio H/B is a function of cs/cw and the equation relating H/B and cs/cw derived for surface footings is also valid for deep footings. The maximum H/B is 1.55. Pile design methods that use H/B = 10 are therefore significantly conservative for a layered clay soil profile. The application of these concepts to a variety of geotechnical problems is illustrated by eight worked examples. Good agreement was found with computer derived solutions, and the punching shear model is free of the computational inconsistencies that affect some existing finite element methods. The equations derived from the punching shear model provide a very rapid and convenient means of obtaining the bearing capacity of footings in layered clay in a sufficiently accurate manner, suitable for routine geotechnical practice.
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Natural hazards, risk, and the resilience of transportation infrastructure: an example of risk-based geotechnical asset management
The Colorado Department of Transportation (CDOT) has recently implemented a Risk-Based Transportation Asset Management Plan (RB TAMP) that incorporates geotechnical assets and hazards. CDOT’s RB TAMP includes an ancillary wall structures program that includes all earth retaining structures, and a geohazards management program which is used to manage multiple hazards related to slopes, embankments, and roadway subgrade. The RB TAMP states multiple performance goals to be achieved, including safety, infrastructure condition, reliability, congestion, and maintenance, and the state will measure and report progress in these areas. Natural hazards, physical failures, external agency impacts and operational risks are risk types that present threats to CDOT’s achievement of their goals. The way these risks act on assets to impact performance goals can be visualized in a cubic form, and this allows for recognition of how many elements of risk there are, for making explicit decisions on which risks to address and how, and for communicating these decisions to others. Risk analysis at CDOT includes both qualitative and quantitative approaches in accordance with data availability. The quantitative estimate of risk is expressed in terms of exposure cost for all assets, risk types and performance goals and then used by CDOT subject matter experts for project selection and planning. The estimated risk exposures are also categorized into Level of Risk grades that are used to concisely communicate risk levels to executive management and to compare the long-term performance risks between asset types under different funding scenarios in the RB TAMP.
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Strength And Modulus Changes Associated With Compaction Of Residual Soils And Weathered Rock
Density testing has been applied widely in earthworks quality testing. A common inference from density testing is that as the dry density ratio (DDR) increases, the strength and modulus also increase. This is a well-established principle as under compaction can result in collapse, low strength and settlement of the placed fill. However, there is no clear relationship that a specified DDR will result in a design strength of or modulus. At high levels of compaction of residual soils and weathered rock materials with heavy vibratory rollers, when strength or modulus measurements are correlated back to density testing, a poor correlation often results. This is due to factors such as the depth of influence is different, and with the quality and compaction being combined into one parameter (say modulus). Data from field trial embankments with 3 different materials using residual soils and weathered rocks were tested using a range of alternative testing equipment. Compaction shows an increase in the DDR with the number of passes, but a decrease in modulus and friction angles with 8 No. of passes as material breakdown occurs with heavy vibratory rollers. This breakdown varies with the type of roller. DDR is shown to be a non-reliable indicator of strength and modulus at high compaction, if paired data matching was used. A compaction DDR of 95% is shown to have an associated friction angle variation of over 5 degrees depending on the type of material compacted. Similarly, the modulus can vary by factor of 2 at a given DDR depending on the material type and compaction roller used. This observation at high stiffness (DDR > 98%) should not detract from the benefits of compaction as overall and at (DDR < 98%) the strength and modulus increase with number of passes.
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Moisture Movement Analyses For Coal Stockpiles
Flowslides and stability issues have occurred periodically within stockpiles of coking (metallurgical) coal at coal processing plants and export terminals in Queensland’s Bowen Basin, and to a lesser degree in New South Wales, since the early 1970s. A description of the issue and summary of research at James Cook University from 1973 to 2000 was published in ACARP Report C4057. Despite this work, coal stockpile flowslides remain a significant risk at mine and port stockpiles due to their initiation without warning and dramatic consequences. To be able to adequately model the redistribution of moisture that leads to collapse of a stockpile and then conduct realistic stability analyses for design of preventative measures remains an elusive prospect.
This paper therefore updates the previous work with results from SEEP/W transient seepage modelling within a 12m high 14,700 tonne coal stockpile constructed at Hay Point in late 1991 for which initial moisture content, pore pressures at the stockpile base, outflows from subsoil drains and final density and moisture profiles were measured. The model was based on results of laboratory permeability and column drainage tests on specimens taken from a composite bulk sample obtained at the time of stockpile construction. The coking coal product was from an operation with a known history of stockpile instability. Results were found to correspond well with pore pressures measured at the stockpile base and the stockpile’s final moisture profile provided account was taken of a thin higher permeability zone just above the subgrade.
The approach adopted and parameters developed provide a significant advance in modelling of moisture movements within production coal stockpiles, with a view to subsequent slope stability analyses.
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Volume 36, Number 3 — Other
Table of contents, editorial and chairman’s column for Australian Geomechanics, Volume 36, Number 3.
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Embodied Carbon Assessment of Geotechnical Works
In the light of rising construction sustainability concerns, embodied carbon assessments are often one of the main engineering tools to identify the best “green” option. Embodied carbon assessments provide a simple way to quantify and measure the summation of all the greenhouse gases generated from the built environment. It includes a whole life carbon cycle assessment of a given project from the impacts of materials production, transportation, installation, maintenance, and any waste or disposals during and at the end of design life. This paper aims to allow geotechnical engineers to quickly determine the embodied carbon of their design, and more profoundly form the basis of an innovative and efficient design approach with the consideration of intelligent and alternate material choice to achieve the same performance. In this paper, the methodology of embodied carbon calculation will first be introduced, followed by a summary of carbon emission factors (CEF) that are applicable for geotechnical designs. The discussion herein will focus on the initial portion of the embodied carbon life cycle assessment which comprises of the “before use stage” only for a particular project. Case studies on the use of embodied carbon calculations were provided for a variety of geotechnical projects including foundation for road embankment, trench excavations, and tunnel design. These case studies will show the significance of carbon calculations during the initial design stages and its value in recognition of projects’ sustainability goals. Alternative real-life solutions in achieving de-carbonization will also be presented as a concluding remark, highlighting the possibility of sustainable design in geotechnical practice.
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The GP sampler: a new innovation in core sampling
This paper introduces a new type of sampler called the GP sampler. It was designed to sample gravelly soils, but has proven to be successful in sampling soils ranging from dense sand, to gravel, as well as sedimentary rocks. The sampler is constructed of a single core barrel and uses a viscous polymer gel as its drilling fluid. The polymer plays a key role in obtaining high-quality samples, helping to preserve the soil structure. The polymer gel was also employed in more traditional style samplers, in an effort to improve the quality of samples obtained from silt, silty sand, and sand. In the field, GP samplers have been successful where other conventional methods have experienced difficulties or failed altogether. Although the GP sampler is not a perfect sampler, it is beginning to make a qualitative difference in the sampling of granular soils for engineering analyses.